Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane...
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Transcript of Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane...
![Page 1: Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane Shaking 2008 STRUCTURES CONGRESS, VANCOUVER, CANADA.](https://reader035.fdocuments.us/reader035/viewer/2022062322/56649e795503460f94b79170/html5/thumbnails/1.jpg)
Seismic Performance of Clay Masonry Veneer in Wood Stud Walls Subjected to In-Plane and Out-of-Plane Shaking
2008 STRUCTURES CONGRESS, VANCOUVER, CANADA
Hussein Okail, P. Benson ShingUniversity of California – San DiegoUniversity of California – San Diego
Richard KlingnerUniversity of Texas – AustinUniversity of Texas – Austin
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PRESENTATION OUTLINE
Introduction
Experimental Program
Experimental Results
Discussion of Behavior
Conclusions
Future Work
Questions
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INTRODUCTION
Ref. The Brick Industry Association, Builder NotesRef. The Brick Industry Association, Builder Notes
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EXPERIMENTAL PROGRAM
Wood Stud SpecimensWood Stud Specimens
•Wood Stud Frame + Clay Brick Veneer
•Corrugated Sheet Metal Ties / Rigid Ties
•With or Without Joint Reinforcement
•Walls with or without Openings
•In-Plane or Out-of-Plane Shaking
Conforming with IRC , MSJC
1 in
4 ft
8 ft
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CONSTRUCTION
22 ga. Corrugated Sheet Metal Tie
9 ga. Joint Reinforcement
1’’ Air Gap
16 ga. Rigid Tie
3/8 ‘’ Type N Masonry Cement
Mortar Joint
30 MIL EPDM Flashing
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CONSTRUCTION
4 ft
4 ft
Loose Lintel
Weep Holes
8 ft
8 ft
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SPECIMENS DESCRIPTION
Anchor and Joint Reinforcement
Specimen Dimensions
Shaking Direction
In-Plane Out-of-Plane
Corrugated at 16 in. each way (SDC D) This satisfies current requirements.
4-ft wide by 8-ft high
UCSDWood 1
UCSDWood 5
8-ft wide by 8-ft high with 4-ft
opening
UCSDWood 2
Corrugated at 16 in. each way with joint reinforcement, mechanically attached (SDC E) This satisfies current requirements.
4-ft wide by 8-ft high
UCSDWood 3
UCSDWood 6
8-ft wide by 8-ft high with 4-ft
opening
UCSDWood 4
UCSDWood 7UCSD
Wood 7X
Corrugated at 16 in. horizontally and 8 in. vertically. This represents an upgraded east-coast solution (SDC D+).
4-ft wide by 8-ft high
UCSDWood 8
Rigid at 16 in. horizontally and 24 in. vertically with joint reinforcement (SDC E) This represents a current West Coast solution.
4-ft wide by 8-ft high
UCSDWood 9
8-ft wide by 8-ft high with 4-ft
opening
UCSDWood 10
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GROUND MOTIONS
-1
-0.5
0
0.5
1
1.5
0 5 10 15 20 25
Time (sec)
Acc
eler
ati
on
(g
)
Sylmar
-2.5
-2
-1.5
-1
-0.5
0
0.5
1
1.5
2
2.5
0 5 10 15 20 25
Time (sec)
Acc
eler
atio
n (
g)
Tarzana
Sylmar - 6 Story County Hospital
Tarzana – Cedar Hill Nursery
1994 NORTHRIDGE EARTHQUAKE - CALIFORNIA
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0
1
2
3
4
5
6
0 1 2 3 4
Period (sec)
Sp
ectr
al A
ccel
erat
ion
(g
)Sylmar
Tarzana
IBC - SDC E
80% Sylmar
36% Tarzana
Natural Period
RESPONSE SPECTRUM
5% Damping
Earthquake Level % Sylmar
% Tarzana
Design Earthquake(10% in 50 Years)(476 Years Return Period)
80 % 36 %
Maximum Considered Earthquake(2% in 50 Years)(2500 Years Return Period)
120% 54%
X 1.5
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LOADING PROTOCOL
System Identification White Noise
Design Level – 80 % Sylmar Record
System Identification White Noise
MCE – 120 % Sylmar Record
System Identification White Noise
Collapse Level – Tarzana Record
Levels of Elastic Response
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TEST SETUP
Reference Frames
Shaking Direction
Restraint Frame
Protection Frame
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WOOD 1 – TARZANA 150%
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WOOD 2 – TARZANA 150%
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IN-PLANE BEHAVIOR
Prying Action due to In-Plane Sliding and
Rocking
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IN-PLANE BEHAVIOR
Start of Nail Extraction
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IN-PLANE BEHAVIOR
Diagonal Cracking and Pier Rocking
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IN-PLANE BEHAVIOR
Tie Rupture and Pullout
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WOOD 5 – TARZANA 125%
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WOOD 7 – TARZANA 125%
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OUT-OF-PLANE BEHAVIOR
Nail Pullout
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OUT-OF-PLANE BEHAVIOR
Nail Pullout
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OUT-OF-PLANE BEHAVIOR
Pullout of Screw through Deformed Hole
Deformed Hole
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OUT-OF-PLANE BEHAVIOR
Connector Deformation after Collapse
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IN-PLANE BEHAVIORIN-PLANE BEHAVIOR
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IN-PLANE BEHAVIOR
SlidingRocking
4
SlidingRocking
100(%)4
4
h
DriftVeneer
4
4h4h
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0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Drift (%)
Pea
k V
enee
r A
ccel
erat
ion
(g)
Wood 1
Wood 2
Wood 3
Wood 4
IN-PLANE BEHAVIOR
MCE
Wood 1
Wood 3
Wood 2Wood 4
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0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5
Peak Ground Acceleration (g)
Pea
k V
enee
r A
ccel
erat
ion
(g)
Wood 1
Wood 2
Wood 3
Wood 4
IN-PLANE BEHAVIOR
MC
E
De
sig
n L
eve
l
Wood 1
Wood 3
Wood 2Wood 4
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OUT-OF-PLANE BEHAVIOROUT-OF-PLANE BEHAVIOR
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OUT-OF-PLANE BEHAVIOR
0
12
24
36
48
60
72
84
96
0 0.25 0.5 0.75 1 1.25 1.5
Displacement (inch)
Hei
ght
(in
ch)
VeneerBacking
0
12
24
36
48
60
72
84
96
-3.5 -3 -2.5 -2 -1.5 -1 -0.5 0
Acceleration (g)
Hei
ght
(in
ch)
Backing
Displacement Profile
Acceleration Profile
Crack Pattern
Wood 5 – Tarzana 100%
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OUT-OF-PLANE BEHAVIOR
0
1
2
3
4
5
6
0 0.5 1 1.5 2 2.5 3 3.5
Relative Displacement (inch)
Bac
kin
g A
ccel
erat
ion
(g)
Wood 5
Wood 6
Tarzana 125%Tarzana 100%
Sylmar 125%
Sylmar 150%
Tarzana 70%
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OUT-OF-PLANE BEHAVIOR
SPECIMEN ID
Tie Spacing
TIE TYPE
TRIBUTARY
AREA
BACKING ACCELERATI
ON
TIEFORCE
Wood 516’’ x 16’’
Corrugated
1.78 ft2 2.98 g 149 lb
Wood 616’’ x 16’’
Corrugated
1.78 ft2 3.19 g 159 lb
Wood 716’’ x 16’’
Corrugated
1.78 ft2 3.01 g 150 lb
Wood 816’’ x 8’’
Corrugated
1.00 ft2 4.46 g 125 lb
Wood 916’’ x 24’’
Rigid2.67 ft2 2.85 g 213 lb
Wood 1016’’ x 24’’
Rigid2.67 ft2 3.44 g 257 lb
Average Capacity of Corrugated Ties = 152 lb
Average Capacity of Rigid Ties = 235 lb
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0
1
2
3
4
5
6
0.0 0.5 1.0 1.5 2.0 2.5 3.0
Peak Ground Acceleration (g)
Pea
k B
ack
ing
Acc
eler
atio
n (
g)
Wood 5
Wood 6
Wood 7
Wood 7X
Wood 8
Wood 9
Wood 10
OUT-OF-PLANE BEHAVIOR
MC
E
De
sig
n L
eve
l
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GENERAL COMMENTARYGENERAL COMMENTARY
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JOINT REINFORCEMENT
Nail Pullout Governs Response
No Observed Effect on Out-of-Plane
Behavior
Effect of Tie Type is more pronounced
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TOP ROW OF TIES
SYLMAR 125 %PGA = 1.35 g
TARZANA 125 %PGA = 2.55 g
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CORRUGATED vs. RIGID
CORRUGATED RIGID
TARZANA 125 %PGA = 2.55 g
TARZANA 125 %PGA = 2.55 g
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CONCLUSIONS SO FAR
In-plane behavior of veneer is a combination of
sliding & rocking
Out-of-plane behavior of veneer on wood studs is
governed by nail pullout
Joint reinforcement does not affect out-of-plane
performance
Single wall tests showed that current MSJC
requirements result in good performance under
Design Earthquake and even under Maximum
Considered Earthquake
Analytical models are under development
Performance-Based Design Criteria are under
development
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FUTURE WORK
FULL SCALE BUILDING - FALL 2008
Shaking Directio
n
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COLLABORATING INSTITUTIONS
Prof. Richard Klingner
Seongwoo Jo
Prof. Benson Shing
Hussein Okail
Prof. Mark McGinleyProf. Katherine Keane
Prof. David McLean
Charlena Grimes
Prof. Sameer Hamoush
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INDUSTRY FRIENDS
NAME TITLE AFFILIATION
J. Gregg Borchelt
Vice President, Engineering and Research
Brick Industry Association, Reston,
VA
John Chrysler Executive Director Masonry Institute of America, Torrance,
CA
Jamie Farny Program Manager, Masonry and Special
Products
Portland Cement Association, Skokie,
IL
Eric JohnsonDirector of Engineering
Brick Southeast, Charlotte, NC
Rashod Johnson Director of Engineering
Masonry Contractors Association of
America, Schaumburg, IL
John Melander Director of Product Standards and Technology
Portland Cement Association, Skokie,
IL
Diana Throop Director of EngineeringInternational
Masonry Institute, Annapolis, MD
Robert Thomas
Vice President of Engineering and Research
National Concrete Masonry Association,
Herndon, VA
Jason Thompson
Director of Engineering National Concrete Masonry Association,
Herndon, VA
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FUNDING AGENCIES
National Science Foundation
United States
Council For Masonry Research
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THANK YOUTHANK YOU
?